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BLD-05-0150W Q g a D � U n. 0 w LL O Z I- Q U_ LL m H I � � U J J y. Q LL F" O ,Z ~ 0 U LU w a`) E z C co d a) U m ai m M U 0 rn c m ` C a) � a� as L Q U_ O U � C U O 0 UN -0 o a U � a) c cm c� O U C m w O O 4) � @ C � o � CD w so c� U Y � C N o) Q-D E (D U —0-2 C - 00 N mh m U cn � m 0 UUQ 7 N cn !E U? U) — — LL a) O U c m — o Q z a) E � N z c cn cn a) U Q) E O O Q cc -v N U rn z Q Y C aa)) m 00 m Q Un a) U m ai m M U 0 rn c m ` C a) � a� as L Q U_ O U � C U O 0 UN -0 o a U � a) c cm c� O U C m w O O 4) � @ C � o � CD w so c� U Y � C N o) Q-D E (D U —0-2 C - 00 N mh m U cn � m 0 UUQ 7 N cn !E U? U) CITY OF YELM INSPECTION LOG CPROJECT /��� / L "tat PERMIT NUMBER a�; � C) / s-0 ADDRESS 001 3,eeC Jt SET BACKS Date: Front Rear U,( (1 SideTlanking � Side kl� 4 FOOTING REBAR {�,,��'f_nnimnrntc COMBINED FRAME/ EY�ER OR S -TEAR «'ALL INSPECTION' Hold downs 1 j)-, c'. Shear Failing E Frame ❑ Gas. "Propane Plumbing ❑ Mechanical CComments e � Date FOOTING WALL 0 12" ❑ 6" Al"16„ lzr g„ 0 other 0 other ❑ required vents _S5. %/ WALL REBAR ✓ Date: (�✓/La INSULATION Comments 0 Gas 0 Electric 'J Other ❑ Foam and Seal 0 Vapor barrier ^ PVA SHEET ROCK/SHEAR WALL NAIL Comments OTHER FI�.'AL - Sewer Final �c tricaI Address Insulation Comments Comments ❑ Civil Final 0 Landspoe Final O C of 0 0 Site Drainage ❑ Side i - : "FLMI SEI.JER, DEPT. FAX HO. :--)60-459-(3166 Dec. PS 2005 10:02AM PI FAX TRANSMISSION CITY OF YEL" OX14 1 li _ 11 _j -1 LI YELM, WA W 59 360-458-8411 FAX 360-458-8166 ,VV TO: FAX#: From: 1� q )oy Subject: �! oLk5 C-- F iA-)A L, --) DATE: ) :I-- O'Y- PAGES: Vicluding this Cover sheet COMMENTS: �nj 3PA <,T.M.E. -�)-T( 0) eM L 1'/j L SST L-6 —I - � 1633- A S as soon as T. M& art •� City of Yelm - Building Department CORRECTION NOTICE I have this day inspected this structure and these premises rat have found the following violations of the City of Yelm Y- V ..,td/or State laws governing same: PERMIT NO. -T" r%L ull r2 2) ! llv-t�0 C' ALA C-f 'n/ `�WAS You are hereby notified that no more work shall be covered upon these premises till a abov 'olations are corrected. When corrections have been made, call for re- inspection at 458 -8407 DO NOT REMOVE THIS TAG DATE __.._.... INSPECTOR FOR BUILDING DEPARTMENT City of Yelm - Building Department ,. =�IN ) CORRECTION NOTICE I have this day inspected this structure and these premises have found the following violations of the City of Yelm aivd/or State laws governing same: PERMIT NO. You are hereby notified that no more work shall be covered upon these pre, mis the bove violations are corrected. When corrections have been made, call for re- inspec 'on at 458 -84 DO NOT REMOVE THIS TAG DATE INSPECTO BUILDING DEPARTMENT City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Applicant: Name: Campbell, Lee Anne Address: P.O. Box 1568 City: Yelm Property Information: Site Address: 201 3rd Street NE Assessor Parcel No. � � Subdivision: Contractor information: Name: NW Custom Homes Contact: Address: P.O. Box 670 City: Rainier Contractor License No: NORTHCH115NU Expires: 05/10/07130 Project Information: Project: Dr. Lee Anne Campbell Subdivision Description of Work: 1928 s.f. SFR Permit No: BLD -05- 0150 -YL Issue Date: 06/20/2005 (Work must be started within 180 days) Receipt No: 37056 Phone: 458 -4443 State: WA Zip 98597 Lot: Phone: 360 - 446 -4111 State: WA Zip: 98576 Business License: Sq. Ft. per floor: (1st) 1072 (2nd) 856 (3rd) 0 Garage 439 Basement 0 Heat Type (Electric, Gas, Other): GAS Fees: Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc ------- --------- ----- - - - - -- Building Permit 100 -500k ----- - - - - -- 1,430.55 ----- - - - - -- 993.75 ----- -- - - -- 436.80 --- -- - - - - -- 5.6000 ----- - - - - -- 78.0000 --- ---- - - - - -- $1,000 Building Plan Review 929.85 0.00 0.00 0.0000 0.0000 Mechanical Permit 78.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 118.00 20.00 98.00 7.0000 14.0000 Fixture Sewer Inspection 145.00 0.00 145.00 145.0000 1.0000 ERU Water Deposit 40.00 40.00 0.00 0.0000 0.0000 Traffic Facilities Charge 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip Sewer Deposit 50.00 50.00 0.00 0.0000 0.0000 State Building Fee 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: $3,553.65 Applicant's Affadavit: OFFICIAL USE ONLY I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of # Sets of Prints: Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and restrictions of record. If applying as a contractor, I futher certify that I am currently registered,in-ihe State of Washington. Final Inspection: t )� � y/�� Date: Signature 1 gu, a 6t"./ v lb � iU/,' / C-' i Firm i/)/ ) �)iI< - By: THr CITY OF YELM F1.0-Box 479 1 5 6 RECEIPT No.,,,. 1 0 Yelm,WA 98597 TEEM 360 -458 -3403 RECEIVED THREE THOUSAND FIVE HUNDPED FIFTY THRFE DOLLAP',' & 65 CENTS D Cf-) L L"�� i & RECEIVED FROM DATE REC. N AMOUNT 5 3 , _ 5 t- CHECA L E Tc-j' ANNE 0 (1) 5 0 5 YELLM, WA 9,8597 EUDGE TARY SITE , -101 —E, S"_' NE, DIANA BLDPRHTi4t ­j T" E E 4 - 5 'I / D E 7: 4 C) , T A Fc--7 a 7 - D E P 5 0 , =F. NO. 390 CITY OF YELM PO. Box 479 RECEIPT No.3 10 5 7 Yelm, WA 98597 3360-458-8403 RECEIVED *"*TrEIN THOUSPiND FOUR HUNDRED FORTY NINE DOT LABS & 35 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF NO. T 5 449.35 CHECK 73J0 LjEF ANNE CAl,,lT2BFL T o6 ' 20/05 3 7 0 10,, - DO BOX ii--168 YE L11, WA 98597 BUDGETARY SITE. 203 3FD k-T NE BLD-05-0151-YL DIANA B D L R 1-1 T 124 s 5 F T N T; F 7 8 11 , 55, 1 E CH I I T 7,8 . 2 c---- , F, T N13PRI71T 9 7, s / I�JSE- 1 al 5 D 40 7 5 7 0 (D STF --- E'4 50, S i4RU5417, CA -,)7ti r City of Yelm Permit Fees Schedule Community Development Department Permit No: BLD -05- 0150 -YL Building Division Phone: (360) 458 -8407 Fax: (360) 458-3144 Applicant: Name: Campbell, Lee Anne Phone: 458 -4443 Address: P.O. Box 1568 City: Yelm State: WA Zip 98597 Pro ject9J nform ation Project: Dr. Lee Anne Campbell Subdivision Description of Work: 1928 s.f. SFR Site Address: 201 3rd Street NE Assessor Parcel No. Fees: Item Acct Code Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc --- ----------------- -- - - - -- Building Permit 100 -500k -------- - - - - -- 032 001 - 322 -10 -00 ----- - - - - -- 1,430.55 ----- - - - --- 993.75 ----- - - - - -- 436.80 --- -- - - - - -- 5.6000 ----- --- - -- 78.0000 ------- - -- - -- $1,000 Building Plan Review 100 001 - 345 -83 -00 929.85 0.00 0.00 0.0000 0.0000 Mechanical Permit 032 001 - 322 -10 -00 78.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 032 001 - 322 -10 -00 118.00 20.00 98.00 7.0000 14.0000 Fixture Sewer Inspection 805 412 - 343 -80 -00 145.00 0.00 145.00 145.0000 1.0000 ERU Water Deposit 740 402 - 389 -00 -00 40.00 40.00 0.00 0.0000 0.0000 Traffic Facilities Charge 420 120 - 344 -85 -00 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip Sewer Deposit 742 402 - 389 -01 -00 50.00 50.00 0.00 0.0000 0.0000 State Building Fee 160 001 - 386 -00 -00 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: $3,553.65 0 E JEFF > 5 C7 -r.,> AVia- vp ke ALLE*Y a I L-Z A Ph P R 0 tit 37' 4h 00 C.P U3 (6 30 70 3 In N 00 V% c_l,> 6s Z 0 ALLE*Y a I L-Z A Ph P R 0 tit m V E U� W U ,a C) O L z C u V n L O 4-1 a� R3 J •L ti Q L � 4 � as µ- �N N � O o G7 O O C � p0 as c �- N y •N U Q` L N Q r c � C3 Q U o v U O �p L• O CD 'u7 61 UI d � C R ❑ E LL_ Q1 (D C J\j N v N Z an LL LL a) ZM M LL •m O C I C O c L C LL LL M t- a U, LL a a c Ci LL 4 • N O O. =m° U o¢� • � NQ- m � R' O O O Q" V c4l C., 94 L O Q O m C m O c* LL O ae. C4 • 3d Q o@ o o O U y ^ e o R N L m0 a4 P4 �4 Cf y U U CD O m k h O L 'r m c J = C O O 7 U m M M ''"Z c ,4 c G 7 y m m o0 M oa M IC N p1 L L Q CC 0 to Q ° 'cl ❑ALL O O O O V ° m d � o U N D .a i � v% :U > O 00 n o cc vt c cc v o I LPL vw in y i c •N � � cu w+ N v1 m O -a O Q o � cc I L Cl •• Q • = 'O M U Ln L3 a� o 0 0 — o o C7Qo N O8 5 I � •-, F+•n � r m O I _ coc a d I � O o ¢ U O o •+ so U y� R O •^ O U � O U y ^ U U CD O m k h > o "� O c ''"Z c ,4 I-M G D G 7 IC N CC 0 to ° 'cl cc D O � O O V ° Z � '•• .'�.i U N D .a i � v% :U b m vw in y D o � cc a0i • = Ln 'N O •� O 'D cd aJ � L' •-, F+•n � r m coc a o ¢ o •+ „ Cd lu > U v a-� r ^G p L, v - GPI CC 0 • -y Ui V] -M1 .� � � r•i CO O .� D O � O � '� Cn •� y cn �� o •0 2i o o � ,b `" m O o 3° .� V3 r r o a� 3 °` ° m y u i CC m cc •� =• a) a0 b a� "C cn U Q "" �? U D Z m hp.ct ca cz g w p G o rn 6 64 V3 r ca m m o U p N d N y m ea ^= > w N �' � G c.3 rn � � �+ C N > •� N G .� O --� � cG ca cc 'O 0 :e • D r G y a� v� p 0 aJ 0 v= .0., O �-N, ^'D O^ G O '� O y O z a) N N a) � • 5 U . ;Za ,� r� ca O F-1 = r p - a� o )'v `S r CITY OF YELM 0 RESIDENTIAL BUILDING PERMIT APPLICATION FORM (oyy 2-1 Z.0a1 ©(D Project Address: ®� }�- ° c ce 5' i . Parcel #: APR 15 2005 Subdivision: Lot It i Zoning; _ , �. New Construction U Re -Model / Re -Roof / Addition U Home Occupation Sign ; u Plumbing U Mechanical u Mobile / Manufactured Home Placement U Other Project Description /Scope of Work: /VeLZ Project Value: Q- 5©I ©c:6 st "d 854) Garage Li 3q Deck �7 x`1 Fro✓' PcccN Building Area (sq. ft) 1 Floor %� %,Z 2 Floor ge Basement /"//f4 Carport NAB Patio 8XIb = e0 StI' # Bedrooms # Bathrooms?' 5 Heating: OOTHER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? _N0 If yes, a completed environmental checklist must accompany permit application. BUILDING OWNER NAME: L ADDRESS R-0. d01, /51 CITY 4-eJ v,,\ STATE IL CITY L_AYe Qcoa ST GENERAL P L knot LICENSE # P 9 B4 9 q TELEPHON ADDRES Wh CITY D gtv\IC-(L STATE ZIP ?8 S 7(c FA) CONTRACTOR'S LICENSE EXP DATE 11 WLd 'T6AQ —, mcu l:6o e"t,(o CITY LICENSE # PLUMBING CONTRACTOR loJhrVe Iey�,%4y4 Pic-,Aura TELEPHONE 3b0•- 9`l' /" ADDRESS 1-7 3 S IOP47- 6-P 5C EMAIL CITY '/-el vA STATE W, A ZIP 7 SS`t 7 FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # MECHANICAL CONTRACTOR 0' a tl� e A (- TELEPHONE 2 5 3 - BYS -U 58 I ADDRESS 130 / 5l -EMAIL CITY Pu'4Pil,,e STATE g P, ZIP yq,3'� Z FAX 'Z 3 °Cyl -a5 f 6 CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # Copy of mitigation agreement with Yelm Community Schools, if applicable. I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and regulations of the State of Washington and the City of Yelm. :�U� LVI S/ 0 S: Applicant's Signature Date Owner / Contractor / Owner's Agent / Contractor's Agent (Please circle one.) All permits are non - transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days 105 Yelm Avenue West (360) 458 -3835 PO Box 479 (360) 458 -3144 FAX Yelm, WA 98597 www.ci.yelm.wa.us / , .1 1 1 1 -Z, I I LATERAL ANALYSIS AND STRUCTURAL ENGINEERING FOR: NW CUSTOM HOMES SITE: 201X 3RD ST YELM, WA 98597 -- Wo- ORIGINAL STAMP MUST BE RED TO BE VALID S. V dn �Ar 39315 ONAL F `' EXPIRES: 5-8 -m 0p iQ %'? SHEET o.h 3 -10 -2005 �m7c�.�fy O PACIFIC NORTHWEST �� }}r�u g r ENGINEERING INC. 4928t09th St. SW, 5uite8:I ke d, WA. 98499 �� � •�`r .,tkE i�, r� Phone /Fax (253) 589 -3285 �� ,rvr4 � ' it •'° -�; � "�,; �:.:a; om �a .... _ I sl , -- Wo- ORIGINAL STAMP MUST BE RED TO BE VALID S. V dn �Ar 39315 ONAL F `' EXPIRES: 5-8 -m 0p iQ %'? SHEET o.h 3 -10 -2005 PLAN NUMBER: NHD 120 O PACIFIC NORTHWEST �� }}r�u g r ENGINEERING INC. 4928t09th St. SW, 5uite8:I ke d, WA. 98499 �� � •�`r OQ Q r� Phone /Fax (253) 589 -3285 �� CONSULTING J 0 ENGINEERS PACIFIC NORTHWEST ENGINEERING INC. The enclosed documents are to be used in conjunction with the house plans referenced on the cover. It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. Scope of Engineering: Engineering analyses and design to resist lateral and gravity loads in accordance with the 2003 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report. Engineering assumptions are listed below. If these conditions are not present at the site these calculations are void and Pacific Northwest Engineering Inc. must be contacted immediately. LOADING CRITERIA Building Code Seismic Design Category Ss S1 Response Mod Factor Site Class Basic Wind Speed LIVE LOADS (Dsf) U.N.O. 2003 International Building Code D 1.30 0.48 6.5 D 85 mph Exposure B - Uninhabitable attics without storage 10 - Uninhabitable attics with storage 20 - Habitable attics and sleeping areas 30 - All other areas except balconies and decks 40 - Balconies and Decks 60 DEAD LOADS (psf) U.N.O. - Roof with Composition Asphalt 15 - Floor 10 SNOW LOADS (psf) U.N.O. - Snow 25 SOILS CRITERIA Soils Consultant None Soils Report # None Bearing Pressure Req'd 1500 psf Bearing Depth 12" PACIFIC NORTHWEST ENGINEERING INC. 4928 109TH ST SW, SUITE B LAKEWOOD, WA. 98499 -3733 ❑ WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN NHD 120 SHEAR.wsw WoodWorks(D Shearwalls 2004 Mar. 10, 2005 09:36:00 Level- tof-21 — — — 5! F-Fl- E -2 E -2 -I- — — 4 — — 4 --- 1- - - - - -I I--- --- 1-- --1- -- I (o L Del G-? C-1 B-1 -N 16 Ta --- i F- T- — — 1-51 -Pol -110, 10' 1$' 20' 2$' 30' 3$' 40' 4$' 50' 5$' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN NHD 120 SHEAR.wsw WoodWorks® Shearwalls 2004 Mar. 10, 2005 09:36:00 Level 2 of 2 -- --1 - -- -- --� - -- -- �— - - - -- f --- - --45' I I I I I I I I I I I I I I I I I I I I I I I - - -- -- -1 -- J-- -A - - -L -1 - 1 -401 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---- - - - - -- 1- 1 - -- 1 - -�� -- t - - -I - - - - -�- 35' I 1 - - --1 -- � � -I-- 1- L -I - -- - 1--- -I - - -4- -3o- 7 C4 - -- fi E-1 Irl ----------------- -� -25° I I I I I I I I I I I I I I I I I I I I —j - -- - -- -- L —1 - - -- —� - - -� — 20' I I I I I I I I I I I I I I I I I I I I I I - - -� - -- �— -D -1— -- - -- =! - -- — 10' CO - - --1- fi - ,---- C- - --� --- I---- 1- - - -I -- T -- ,1 - - -� -ter C -1 I I I I I I I I I I I I B -1 - - - -- L-- j - - -�_ I I I I I I I I I I I I I I I I I I I I I I I I -110' -' 0' $' 10. 115. 20' 2$' 30' 3$' 40' 4$' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Woodworks® Shearwalls 2004 NHD 120 SHEAR.wsr Project Information COMPANY AND PROJECT INFORMATION Company Project PACIFIC NORTHWEST ENGINEERING (253) 589 -3265 NHD 120 DESIGN SETTINGS Mar. 10, 2005 09:47:29 SITE INFORMATION IBC Occupancy Design Code Wind Standard Seismic Standard Category II - All others IBC 2003 ASCE -7 98 ASCE -7 98 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C &C Panels 0.70 Seismic Wind Seismic 1.40 1.60 1.00 Wind Site Profile Class D 1.00 1.00 Topographic Information [ft] Nail Withdrawal Modification Max Shearwall Offset [ft] Duration Temperature Moisture Content - - - Plan Elevation Factor Range Fabrication Service T Used 0.172s Approximate Ta 0.172s (within story) (between stories) 1.60 T< =100F Dry Dry Maximum 0.207s 4.00 1.67 Maximum Height -to -width Ratio 6.50 Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - 2.0 1.5 Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold -down Forces: Based on applied shearline force Seismic Materials: Include gypsum on exterior walls SITE INFORMATION IBC Occupancy ASCE -7 Equivalent Category II - All others Category II - All others Wind Seismic ASCE -7 98 General analytic method for all bldgs ASCE -7 98 Equivalent lateral force procedure Design Wind Speed 85mph Use Group I Exposure Exposure B Design Category D Enclosure Enclosed Site Profile Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.480g Ss:1.300g - - - Fundamental Period E -W N-S Site Location: - T Used 0.172s Approximate Ta 0.172s 0.172s 0.172s - - Maximum 0.207s 0.207s Response Factor R 6.50 6.50 WoodWorks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 Structural Data STORY INFORMATION BLOCK and ROOF INFORMATION Story Elev ft Floor /Ceiling Depth in Wall Height ft Ceiling 20.50 10.0 Level 11.67 10.0 8.00 Level 2.83 10.0 8.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Sloe Overhang ft Block 2 Story E -W Ridge Location X,Y = 0.00 3.00 North Side 30.0 1.00 Extent X,Y = 40.00 30.50 South Side 30.0 1.00 Ridge Y Location, Offset 18.25 0.00 East Hip 30.0 1.00 Ridge Elevation, Height 29.30 8.80 West Hip 30.0 1.00 Block 2 2 Story N -S Ridge Location X,Y = 19.50 -3.50 North Joined 150.0 1.00 Extent X,Y = 20.50 6.50 South Gable 90.0 1.00 Ridge X Location, Offset 29.75 0.00 East Side 30.0 1.00 Ridge Elevation, Height 26.42 5.92 West Side 30.0 1.00 Block 3 1 Story N -S Ridge Location X,Y = 19.50 -14.00 North Gable 90.0 1.00 Extent X,Y = 20.50 10.50 South Gable 90.0 1.00 Ridge X Location, Offset 29.75 0.00 East Side 30.0 1.00 Ridge Elevation, Height 17.58 5.92 West Side 30.0 1.00 Block 4 1 Story N -S Ridge Location X,Y = 0.00 0.00 North Joined 90.0 1.00 Extent X,Y = 13.00 3.00 South Gable 90.0 1.00 Ridge X Location, Offset 6.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 15.42 3.75 West Side 30.0 1.00 Woodworks® MATERIALS by WALL GROUP earwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 Grp Wall Surf Sheathing [in] Material Thick Orient Fasteners Size Type S c 9 [in] Edg Fld Blkg Framing Members [in] Species G S c Apply Notes 1 Ext SS incl. OSB 7/16 Vert 8d Nail 3 6 yes Hem -Fir 0.43 16 1,3 2 Ext SS incl. OSB 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 3 Ext SS incl. OSB 7/16 Vert 8d Nail 4 8 yes Hem -Fir 0.43 16 1,3 4 Ext Structural I 5/16 Vert 8d Nail 6 12 yes D.Fir -L 0.50 16 Int Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 no D.Fir -L 0.50 16 Notes: 1. Capacity has been reduced according to IBC specific gravity adjustment. 3. Shear capacity for current design has been increased to the value for 15132" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. 3 Woodworks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 SHEARLINE. WALL and OPENING DIMENSIONS North -South Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) X ft Start End ft ft ft Line 1 Level 2 Line 1, Level 2 Seg 2 0.00 11.00 23.50 12.50 8.50 8.00 Wall 1 -1 Seg 2 0.00 11.00 23.50 12.50 8.50 Opening 1 19.50 23.50 4.00 6.75 Level 1 Line 1, Level 1 Seg 2 0.00 0.00 23.50 23.50 23.50 8.00 Wall 1 -2 Seg 2 0.00 3.00 23.50 20.50 20.50 Wall 1 -1 Seg 2 0.00 0.00 3.00 3.00 3.00 Line 2 Level 2 Line 2, Level 2 Seg 2 6.00 11.00 33.50 22.50 6.50 8.00 Wall 2 -1 Seg 2 6.00 23.50 33.50 10.00 6.50 Opening 1 30.00 33.50 3.50 6.75 Level 1 Line 2, Level 1 Seg 2 6.00 0.00 33.50 33.50 6.00 8.00 Wall 2 -1 Seg 2 6.00 23.50 33.50 10.00 6.00 Opening 1 29.50 33.50 4.00 6.75 Line 3 Level 2 Line 3, Level 2 NSW 13.00 0.00 11.00 11.00 0.00 8.00 Wall 3 -1 NSW 14.50 3.00 11.00 8.00 8.00 Level 1 Line 3, Level 1 NSW 13.00 0.00 11.00 11.00 0.00 8.00 wall 3 -1 NSW 13.00 0.00 3.00 3.00 3.00 Line 4 Level 2 Line 4, Level 2 Seg 2 19.50 3.00 33.50 30.50 6.50 8.00 Wall 4 -1 Seg 2 19.50 -3.50 3.00 6.50 6.50 Level 1 Line 4, Level 1 Seg 2 19.50 -14.00 33.50 47.50 17.00 8.00 Wall 4 -2 Seg 2 19.50 -3.50 3.00 6.50 6.50 Wall 4 -1 Seg 2 19.50 -14.00 -3.50 10.50 10.50 Line 5 Level 2 Line 5, Level 2 Seg 2 34.00 -3.50 33.50 37.00 29.00 8.00 Wall 5 -1 Seg 2 34.00 -3.50 3.00 6.50 3.00 Opening 1 -3.00 0.00 3.00 6.75 Wall 5 -2 Seg 2 34.00 3.00 20.50 17.50 13.00 Opening 1 12.00 16.50 4.50 6.75 wall 5 -3 Seg 2 34.00 20.50 33.50 13.00 13.00 Level 1 Line 5, Level 1 Seg 2 34.00 -14.00 33.50 47.50 8.50 8.00 Wall 5 -1 Seg 2 34.00 20.50 33.50 13.00 8.50 Opening 1 25.00 29.50 4.50 6.75 Line 6 Level 1 Line 6, Level 1 Seg 2 40.00 -14.00 20.50 34.50 29.50 8.00 Wall 6 -1 Seg 2 40.00 -14.00 -3.50 10.50 10.50 Wall 6 -2 Seg 2 40.00 -3.50 3.00 6.50 6.50 Wall 6 -3 Seg 2 40.00 3.00 20.50 17.50 12.50 Opening 1 13.00 18.00 5.00 6.75 East -West Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) Y ft Start End ft ft ft Line A Level 1 Line A, Level 1 Seg 1 -14.00 19.50 40.00 20.50 3.00 8.00 Wall A -1 Seg 1 -14.00 19.50 40.00 20.50 3.00 Opening 1 22.50 38.50 16.00 6.75 Line B Level 2 Line B, Level 2 Seg 2 -3.50 19.50 34.00 14.50 12.00 8.00 Wall B -1 Seg 2 -3.50 19.50 34.00 14.50 12.00 Opening 1 20.00 22.00 2.00 6.75 Level 1 Line B, Level 1 NSW -3.50 0.00 34.00 34.00 0.00 8.00 Wall B -1 NSW 0.00 0.00 13.00 13.00 0.00 Opening 1 1.50 11.50 10.00 6.75 Line C WoodWorks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 SHtAKLINt, VVALL ana UYtNIN(i UIMtNSIUNS (COn[Inuea) Level 2 Line C, Level 2 NSW 7.00 13.00 29.50 16.50 0.00 8.00 Wall C -1 NSW 3.00 14.50 19.50 5.00 0.00 Opening 1 14.50 18.50 4.00 6.75 Level 1 Line C, Level 1 Seg 3 7.00 0.00 40.00 40.00 9.00 8.00 Wall C -2 Seg 3 7.00 20.50 29.50 9.00 9.00 Wall C -1 NSW 3.00 13.00 19.50 6.50 0.00 Opening 1 14.00 18.50 4.50 6.75 Line D Level 2 Line D, Level 2 Seg 2 11.00 0.00 34.00 34.00 14.50 8.00 Wall D -1 Seg 2 11.00 0.00 14.50 14.50 14.50 Level 1 Line D, Level 1 NSW 11.00 0.00 40.00 40.00 0.00 8.00 Wall D -1 NSW 9.00 29.50 40.00 10.50 10.50 Line E Level 2 Line E, Level 2 NSW 20.50 0.00 40.00 40.00 0.00 8.00 Wall E -1 NSW 23.50 0.00 6.00 6.00 0.00 Opening 1 0.00 4.50 4.50 6.75 Level 1 Line E, Level 1 Seg 2 20.50 0.00 40.00 40.00 6.00 8.00 Wall E -2 Seg 2 20.50 34.00 40.00 6.00 6.00 Wall E -1 NSW 23.50 0.00 6.00 6.00 0.00 Opening 1 1.00 5.00 4.00 6.75 Line F Level 2 Line F, Level 2 Seg 2 33.50 6.00 34.00 28.00 18.00 8.00 Wall F -1 Seg 2 33.50 6.00 34.00 28.00 18.00 Opening 1 6.50 11.00 4.50 6.75 Opening 2 25.00 30.00 5.00 6.75 Level 1 Line F, Level 1 Seg 3 33.50 6.00 34.00 28.00 8.50 8.00 Wall F -1 Seg 3 33.50 6.00 34.00 28.00 8.50 Opening 1 6.00 10.00 4.00 6.75 Opening 2 14.50 22.50 8.00 6.75 Opening 3 24.00 30.00 6.00 6.75 5 WoodWorks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 Loads WIND SHEAR LOADS Level Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End ft Accum. W W - >E Wind Line 2.00 3.00 42.9 42.9 Accum. W W - >E Wind Line 3.00 13.25 42.9 43.1 Accum. E W - >E Lee Line 2.00 3.00 44.2 44.3 Accum. E W - >E Lee Line 3.00 13.25 52.8 53.4 Accum. W E - >W Lee Line 2.00 3.00 44.2 44.3 Accum. W E - >W Lee Line 3.00 13.25 52.8 53.4 Accum. E E - >W Wind Line 2.00 3.00 42.9 42.9 Accum. E E - >W Wind Line 3.00 13.25 42.9 43.1 Accum. S S - >N Wind Line 19.50 24.75 16.7 35.7 Accum. S N - >S Lee Line 19.50 24.75 50.0 63.2 Block 1 W W - >E Wind Line 18.25 33.50 48.2 32.5 Block 1 W W - >E Wind Line 33.50 34.50 1.0 0.0 Block 1 E W - >E Lee Line 18.25 33.50 68.8 21.9 Block 1 E W - >E Lee Line 33.50 34.50 3.1 0.0 Block 1 W E - >W Lee Line 18.25 33.50 68.8 21.9 Block 1 W E - >W Lee Line 33.50 34.50 3.1 0.0 Block 1 E E - >W Wind Line 18.25 33.50 48.2 32.5 Block 1 E E - >W Wind Line 33.50 34.50 1.0 0.0 Block 1 S S - >N Wind Line -1.00 0.00 0.0 1.0 Block 1 S S - >N Wind Line 0.00 15.25 32.5 48.2 Block 1 S S - >N Wind Line 15.25 19.50 48.2 Block 1 S S - >N Wind Line 24.75 29.75 35.7 48.8 Block 1 N S - >N Lee Line -1.00 0.00 0.0 3.1 Block 1 N S - >N Lee Line 0.00 15.25 24.5 71.4 Block 1 N S - >N Lee Line 15.25 24.75 71.4 Block 1 N S ->N Lee Line 24.75 40.00 71.4 24.5 Block 1 N S - >N Lee Line 40.00 41.00 3.1 0.0 Block 1 S N - >S Lee Line -1.00 0.00 0.0 3.1 Block 1 S N - >S Lee Line 0.00 15.25 24.5 71.4 Block 1 S N - >S Lee Line 15.25 19.50 71.4 Block 1 S N - >S Lee Line 24.75 29.75 63.2 60.4 Block 1 N N - >S Wind Line -1.00 0.00 0.0 1.0 Block 1 N N ->S Wind Line 0.00 15.25 32.5 48.2 Block 1 N N - >S Wind Line 15.25 24.75 48.2 Block 1 N N ->S Wind Line 24.75 40.00 48.2 32.5 Block 1 N N - >S Wind Line 40.00 41.00 1.0 0.0 Block 2 W W - >E wind Line -4.50 -3.50 11.3 Block 2 W W - >E Wind Line -3.50 2.00 42.9 Block 2 W W - >E Wind Line 13.25 18.25 43.1 48.2 Block 2 E W - >E Lee Line -4.50 -3.50 34.0 Block 2 E W - >E Lee Line -3.50 2.00 44.2 Block 2 E W - >E Lee Line 13.25 18.25 53.4 68.8 Block 2 W E - >W Lee Line -4.50 -3.50 34.0 Block 2 W E - >W Lee Line -3.50 2.00 44.2 Block 2 W E ->W Lee Line 13.25 18.25 53.4 68.8 Block 2 E E - >W Wind Line -4.50 -3.50 11.3 Block 2 E E - >W Wind Line -3.50 2.00 42.9 Block 2 E E - >W Wind Line 13.25 18.25 43.1 48.2 Block 2 S S - >N Wind Line 29.75 40.00 48.8 1.0 Block 2 S S - >N Wind Line 40.00 41.00 1.0 0.0 Block 2 S N - >S Lee Line 29.75 40.00 60.4 3.1 Block 2 S N - >S Lee Line 40.00 41.00 3.1 0.0 Level1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End ft Accum. W W - >E Wind Line -3.50 -2.50 64.3 Accum. W W - >E Wind Line 3.00 33.50 54.3 Accum. E W ->E Lee Line -3.50 -2.50 48.6 Accum. E W - >E Lee Line 3.00 33.50 34.3 Accum. W E - >W Lee Line -3.50 -2.50 48.6 Accum. W E - >W Lee Line 3.00 33.50 34.3 Accum. E E - >W Wind Line -3.50 -2.50 64.3 Accum. E E - >W Wind Line 3.00 33.50 54.3 Accum. S S ->N Wind Line 13.00 19.50 54.3 Accum. S S ->N Wind Line 19.50 29.75 29.7 66.6 WoodWorks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 WIND SHEAR LOADS ( continued) Accum. S N ->S Lee Line 13.00 19.50 39.2 Accum. S N - >S Lee Line 19.50 29.75 18.6 41.3 Block 1 N S ->N Lee Line 0.00 19.50 39.2 Block 1 N N ->S Wind Line 0.00 19.50 54.3 Block 2 W W - >E Wind Point -3.50 -3.50 696 Block 2 W W - >E Wind Point 11.00 11.00 1805 Block 2 E E - >W Wind Point -3.50 -3.50 696 Block 2 E E ->W Wind Point 11.00 11.00 1805 Block 3 W W - >E Wind Line -15.00 -14.00 10.0 Block 3 W W - >E Wind Line -14.00 -3.50 39.7 Block 3 W W - >E Wind Line -2.50 -1.00 54.3 Block 3 E W - >E Lee Line -15.00 -14.00 29.9 Block 3 E W - >E Lee Line -14.00 -3.50 41.4 Block 3 E W ->E Lee Line -2.50 -1.00 18.7 Block 3 W E ->W Lee Line -15.00 -14.00 29.9 Block 3 W E ->W Lee Line -14.00 -3.50 41.4 Block 3 W E ->W Lee Line -2.50 -1.00 18.7 Block 3 E E - >W Wind Line -15.00 -14.00 10.0 Block 3 E E ->W Wind Line -14.00 -3.50 39.7 Block 3 E E - >W Wind Line -2.50 -1.00 54.3 Block 3 S S - >N Wind Line 29.75 40.00 66.6 29.7 Block 3 N S ->N Lee Line 19.50 29.75 39.2 61.9 Block 3 N S - >N Lee Line 29.75 40.00 61.9 39.2 Block 3 S N ->S Lee Line 29.75 40.00 41.3 18.6 Block 3 N N - >S Wind Line 19.50 29.75 54.3 91.2 Block 3 N N ->S Wind Line 29.75 40.00 91.2 54.3 Block 4 W W ->E Wind Line -1.00 0.00 61.0 Block 4 W W ->E Wind Line 0.00 3.00 90.7 Block 4 E W - >E Lee Line -1.00 0.00 38.6 Block 4 E W - >E Lee Line 0.00 3.00 46.1 Block 4 W E - >W Lee Line -1.00 0.00 38.6 Block 4 W E ->W Lee Line 0.00 3.00 46.1 Block 4 E E - >W Wind Line -1.00 0.00 61.0 Block 4 E E - >W Wind Line 0.00 3.00 90.7 Block 4 S S - >N Wind Line 0.00 6.50 29.7 53.3 Block 4 S S - >N Wind Line 6.50 13.00 53.3 29.7 Block 4 S N - >S Lee Line 0.00 6.50 18.6 33.0 Block 4 S N ->S Lee Line 6.50 13.00 33.0 18.6 7 WoodWorks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 WIND C &C LOADS Block Building Face Level Magnitude [pst] Interior End Zone Block 1 West 2 14.1 17.4 Block 1 East 2 14.1 17.4 Block 1 South 2 14.1 17.4 Block 1 North 2 14.1 17.4 Block 2 West 2 14.1 17.4 Block 2 East 2 14.1 17.4 Block 1 West 1 14.1 17.4 Block 1 East 1 14.1 17.4 Block 1 South 1 14.1 17.4 Block 1 North 1 14.1 17.4 Block 2 West 1 14.1 17.4 Block 2 East 1 14.1 17.4 Block 3 West 1 14.1 17.4 Block 3 East 1 14.1 17.4 Block 3 South 1 14.1 17.4 Block 4 West 1 14.1 17.4 Block 4 East 1 14.1 17.4 Block 4 South 1 14.1 17.4 Woodworks® Shearwalls BUILDING MASSES Force Dir E - >W E - >W E ->W E - >W N - >S N - >S N - >S N ->S N ->S N ->S All All All All All All All Level 1 Force Dir E ->W E ->W E ->W E ->W E - >W E - >W E ->W E - >W E ->W E ->W N - >S N - >S N - >S N ->S N ->S N ->S N ->S N - >S N - >S N - >S N - >S N - >S N - >S N ->S N ->S N ->S All All All All All All All All All All All All Building Element Roof Roof Roof Roof Roof Roof Roof Roof L Gable R Gable Wall 1 -1 wall 3 -1 Wall 4 -1 Wall 4 -2 Wall C -1 Wall C -2 Wall D -1 Building Element Roof Roof Roof Roof Floor D3 Floor D2 Floor D3 Floor D1 Floor D1 Floor D2 Roof Roof Roof Roof L Gable R Gable R Gable L Gable L Gable R Gable Floor D3 Floor D1 Floor D2 Floor D1 Floor D2 Floor D3 Wall 1 -1 Wall 1 -2 Wall 2 -1 Wall 3 -1 Wall 3 -2 Wall 4 -1 Wall 4 -2 Wall 4 -3 Wall A -1 Wall B -1 Wall C -1 Wall D -1 Block Block 1 Block 1 Block 2 Block 2 Block 1 Block 1 Block 2 Block 2 Block 2 Block 2 n/a n/a n/a n/a n/a n/a n/a Block Block 3 Block 3 Block 4 Block 4 n/a n/a n/a n/a n/a n/a Block 3 Block 3 Block 4 Block 4 Block 3 Block 3 Block 3 Block 3 Block 4 Block 4 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Shear Line 1 6 4 6 F B B B 1 4 6 6 F Shear Line 4 6 1 3 1 1 3 4 6 6 A B A A B B A F F F 1 1 3 4 4 6 6 6 A F Profile Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Profile Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line 9 NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 Location [ft] Start End 2.00 34.50 2.00 34.50 -4.50 4.00 -4.50 4.00 -1.00 41.00 -1.00 41.00 18.50 41.00 18.50 41.00 19.50 29.75 29.75 40.00 3.00 33.50 -3.50 3.00 -3.50 3.00 3.00 33.50 0.00 13.00 13.00 19.50 0.00 40.00 [lbs,plf,psf] Width tart End [ft] 315.0 315.0 315.0 315.0 168.8 168.8 168.8 168.8 243.8 243.8 243.8 243.8 63.8 63.8 63.8 63.8 59.2 0.0 0.0 59.2 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 Magnitude TO Location [ft] [lbs,plf,psf] Width Start End Start End [ft] -15.00 -2.50 168.8 168.8 -15.00 -2.50 168.8 168.8 -1.00 4.00 112.5 112.5 -1.00 4.00 112.5 112.5 0.00 3.00 65.0 65.0 3.00 33.50 200.0 200.0 0.00 3.00 65.0 65.0 -14.00 3.00 102.5 102.5 -14.00 3.00 102.5 102.5 3.00 33.50 200.0 200.0 18.50 41.00 93.8 93.8 18.50 41.00 93.8 93.8 -1.00 14.00 37.5 37.5 -1.00 14.00 37.5 37.5 19.50 29.75 59.2 0.0 29.75 40.00 0.0 59.2 19.50 29.75 59.2 0.0 29.75 40.00 0.0 59.2 0.00 6.50 37.5 0.0 6.50 13.00 0.0 37.5 19.50 40.00 237.5 237.5 0.00 13.00 167.5 167.5 13.00 19.50 152.5 152.5 0.00 13.00 167.5 167.5 13.00 19.50 152.5 152.5 19.50 40.00 237.5 237.5 0.00 3.00 80.0 80.0 3.00 33.50 80.0 80.0 0.00 3.00 80.0 80.0 -14.00 -3.50 80.0 80.0 -3.50 3.00 80.0 80.0 -14.00 -3.50 80.0 80.0 -3.50 3.00 80.0 80.0 3.00 33.50 80.0 80.0 19.50 40.00 80.0 80.0 0.00 13.00 80.0 80.0 13.00 19.50 80.0 80.0 0.00 40.00 80.0 80.0 WoodWorks® Shearwalls SEISMIC LOADS Level 2 Force Dir E - >W E ->W E - >W E ->W E - >W E ->W E ->W E - >W N - >S N ->S N - >S N - >S N - >S N - >S N ->S N ->S N - >S Level 1 Force Dir Profile Line Line Line Point Line Line Point Line Line Point Line Line Line Point Line Point Line Profile E ->W Line E ->W Point E - >W Line E - >W Point E ->W Point E ->W Line E ->W Line E ->W Line E ->W Point E ->W Line E - >W Point E ->W Line E ->W Line E ->W Point E ->W Point N ->S Line N - >S Point N - >S Line N ->S Line N ->S Point N - >S Line N - >S Line N ->S Line N - >S Point N - >S Line N - >S Line N - >S Point N ->S Line loads entered by th Location [ft] Start End -4.50 -3.50 -3.50 2.00 2.00 3.00 3.00 3.00 3.00 4.00 4.00 33.50 33.50 33.50 33.50 34.50 -1.00 0.00 0.00 0.00 0.00 13.00 13.00 18.50 18.50 19.50 19.50 19.50 19.50 40.00 40.00 40.00 40.00 41.00 Mag [lbs,plf,psf] Start End 62.7 62.7 77.6 77.6 194.7 194.7 145 145 194.7 194.7 132.0 132.0 297 297 117.1 117.1 90.6 90.6 227 227 105.5 105.5 105.5 105.5 117.3 117.3 48 48 109.9 109.9 275 275 102.5 102.5 Location [ft] Mag [lbs,plf,pst] Start End Start End -15.00 -14.00 31.4 31.4 -14.00 -14.00 133 133 -14.00 -3.50 57.9 57.9 -3.50 -3.50 56 56 -3.50 -3.50 666 666 -3.50 -2.50 65.3 65.3 -2.50 -1.00 33.9 33.9 -1.00 0.00 54.8 54.8 0.00 0.00 71 71 0.00 3.00 74.4 74.4 3.00 3.00 97 97 3.00 4.00 73.0 73.0 4.00 33.50 52.0 52.0 11.00 11.00 1801 1801 33.50 33.50 297 297 -1.00 0.00 7.0 7.0 0.00 0.00 238 238 0.00 6.50 53.0 56.5 6.50 13.00 56.5 53.0 13.00 13.00 11 11 13.00 14.00 50.2 50.2 14.00 18.50 43.2 43.2 18.50 19.50 60.6 60.6 19.50 19.50 87 87 19.50 29.75 72.7 83.7 29.75 40.00 83.7 72.7 40.00 40.00 314 314 40.00 41.00 17.4 17.4 user or generated by program are D 120 SHEAR.wsr Mar. 10, 2005 09:47:29 The program will apply a load factor of 0.70 and reliability /redundancy factor to seismic loads before distributing them to the shearlines. 10 Woodworks® SHEAR RESULTS earwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 Flexible Diaphragm Wind Design North -South W For Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Ld. Case V Ibs V/L V /FHS Int Ext Co C Total V Ibs Res p. Line 1 Level 2 Lnl, Lev2 2 Both 198 15.8 23.3 339 1.00 S 339 2877 0.07 Level 1 Lnl, Levl 2 S - >N 426 18.1 18.1 339 1.00 S 339 7955 0.05 2 N - >S 430 18.3 18.3 339 1.00 S 339 7955 0.05 Wall 1 -2 2 S - >N 372 18.1 18.1 339 1.00 339 6940 0.05 2 N - >S 375 18.3 18.3 339 1.00 339 6940 0.05 Wall 1 -1 2 S - >N 54 18.1 18.1 339 1.00 339 1016 0.05 2 N - >S 55 18.3 18.3 339 1.00 339 1016 0.05 Line 2 Level 2 Ln2, Lev2 2 Both 892 39.7 137.3 339 1.00 S 339 2200 0.41 Level 1 Ln2, Levl 2 S - >N 1719 51.3 286.5 339 1.00 S 339 2031 0.85 2 N - >S 1707 50.9 284.4 339 1.00 S 339 2031 0.84 Line 4 Level 2 Ln4, Lev2 2 S - >N 1490 48.8 229.2 339 1.00 S 339 2200 0.68 2 N - >S 1525 50.0 234.7 339 1.00 S 339 2200 0.69 Level 1 Ln4, Levl 2 S - >N 2785 58.6 163.8 339 1.00 S 339 5755 0.48 2 N - >S 2851 60.0 167.7 339 1.00 S 339 5755 0.50 Wall 4 -2 2 S - >N 1065 58.6 163.8 339 1.00 339 2200 0.48 2 N - >S 1090 60.0 167.7 339 1.00 339 2200 0.50 Wall 4 -1 2 S - >N 1720 58.6 163.8 339 1.00 339 3554 0.48 2 N - >S 1761 60.0 167.7 339 1.00 339 3554 0.50 Line 5 Level 2 Ln5, Lev2 2 S - >N 991 26.8 34.2 339 1.00 S 339 9817 0.10 2 N - >S 1044 28.2 36.0 339 1.00 S 339 9817 0.11 Wall 5 -1 2 S - >N 102 26.8 34.2 339 1.00 339 1016 0.10 2 N - >S 108 28.2 36.0 339 1.00 339 1016 0.11 Wall 5 -2 2 S - >N 444 26.8 34.2 339 1.00 339 4401 0.10 2 N ->S 468 28.2 36.0 339 1.00 339 4401 0.11 Wall 5 -3 2 S - >N 444 26.8 34.2 339 1.00 339 4401 0.10 2 N - >S 468 28.2 36.0 339 1.00 339 4401 0.11 Level 1 Ln5, Levl 2 S - >N 2079 43.8 244.6 339 1.00 S 339 2877 0.72 2 N - >S 2174 45.8 255.7 339 1.00 S 339 2877 0.76 Line 6 Ln6, Levl 2 S ->N 242 7.0 8.2 339 1.00 S 339 9986 0.02 2 N - >S 254 7.4 8.6 339 1.00 S 339 9986 0.03 Wall 6 -1 2 S - >N 86 7.0 8.2 339 1.00 339 3554 0.02 2 N - >S 90 7.4 8.6 339 1.00 339 3554 0.03 Wall 6 -2 2 S - >N 53 7.0 8.2 339 1.00 339 2200 0.02 2 N - >S 56 7.4 8.6 339 1.00 339 2200 0.03 Wall 6 -3 2 S - >N 102 7.0 8.2 339 1.00 339 4232 0.02 2 N - >S 107 7.4 8.6 339 1.00 339 4232 0.03 East -West W For Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Ld. Case V Ibs V/L V /FHS Int Ext Co C Total V Ibs Res p. Line A Level 1 LnA, Levl 1 Both 1303 63.6 434.3 638 1.00 S 638 1914 0.68 Line B Level 2 LnB, Lev2 2 Both 696 48.0 58.0 339 1.00 S 339 4062 0.17 Line C Level 1 LnC, Levl 3 Both 3240 81.0 360.0 495 1.00 S 495 4453 0.73 Line D Level 2 LnD, Lev2 2 Both 1805 53.1 124.5 339 1.00 S 339 4909 0.37 Line E Level 1 LnE, Levl 2 Both 1710 42.7 284.9 339 1.00 S 339 2031 0.84 Line F 11 WoodWorks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 SHEAR RESULTS (flexible wind desian. continued) Level 2 LnF, Lev2 2 Both 937 33.5 52.1 339 1.00 S 339 6093 0.15 Level 1 LnF, Levl 3 Both 1514 54.1 178.1 495 1.00 S 495 4205 0.36 C- Sheathing Combination: A- Add capacities; S- Strongest only; x- Strongest or twice weaKest. 12 Woodworks® DRAGSTRUT AND HOLDDOWN FORCES earwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 Level 1 Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall Or Opening X Y Ld. Case Shear Dead Uplift Cmb'd Force Ibs Line 1 1 -1 Left Wall End 0.00 0.00 146 146 1 -1 Right Wall End 0.00 3.00 293 293 Line 1 Vert. Element 0.00 11.00 186 186 Line 1 Vert. Element 0.00 19.50 186 186 1 -2 Right Wall End 0.00 23.50 146 146 Line 2 2 -1 Left Wall End 6.00 23.50 3390 3390 1206 2 -1 Left Opening 1 6.00 29.50 3253 3253 205 Line 2 Vert. Element 6.00 33.50 137 137 Line 4 4 -1 Left Wall End 19.50 -14.00 1342 1342 4 -1 Right Wall End 19.50 -3.50 4560 4560 4 -2 Right Wall End 19.50 3.00 3219 3219 1831 Line 5 Line 5 Vert. Element 34.00 0.00 288 288 Line 5 Vert. Element 34.00 3.00 576 576 Line 5 Vert. Element 34.00 12.00 288 288 Line 5 Vert. Element 34.00 16.50 288 288 5 -1 Left Wall End 34.00 20.50 2622 2622 1579 5 -1 Left Opening 1 34.00 25.00 2046 2046 634 5 -1 Right Opening 1 34.00 29.50 2046 2046 840 5 -1 Right Wall End 34.00 33.50 2334 2334 Line 6 6 -1 Left Wall End 40.00 -14.00 69 69 6 -1 Right Wall End 40.00 -3.50 138 138 6 -2 Right Wall End 40.00 3.00 138 138 6 -3 Left Opening 1 40.00 13.00 69 69 34 6 -3 Right Opening 1 40.00 18.00 69 69 3 6 -3 Right Wall End 40.00 20.50 69 69 Line A A -1 Left Wall End 19.50 -14.00 3474 3474 A -1 Left Opening 1 22.50 -14.00 3474 3474 1112 Line B Line B Vert. Element 22.00 -3.50 464 464 Line B Vert. Element 34.00 -3.50 464 464 Line C C -2 Left Wall End 20.50 7.00 2880 2880 1661 C -2 Right Wall End 29.50 7.00 2880 2880 851 Line D Line D Vert. Element 0.00 11.00 996 996 Line D Vert. Element 14.50 11.00 996 996 Line E E -2 Left Wall End 34.00 20.50 2279 2279 1453 E -2 Right Wall End 40.00 20.50 2279 2279 Line F F -1 Right Opening 1 10.00 33.50 1425 1425 216 Line F Vert. Element 11.00 33.50 417 417 F -1 Left Opening 2 14.50 33.50 1425 1425 342 Line F Vert. Element 24.00 33.50 347 347 F -1 Right Opening 3 30.00 33.50 1910 1910 496 F -1 Right Wall End 34.00 33.50 1841 1841 Level 2 Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall Or Opening X Y Ld. Case Shear Dead Uplift Cmb'd Force Ibs Line 1 1 -1 Left Wall End 0.00 11.00 186 186 1 -1 Left Opening 1 0.00 19.50 186 186 63 Line 2 2 -1 Left Wall End 6.00 23.50 1098 1098 496 2 -1 Left Opening 1 6.00 30.00 1098 1098 139 Line 4 4 -1 Left Wall End 19.50 -3.50 1877 1877 4 -1 Right Wall End 19.50 3.00 1877 1877 1200 Line 5 5 -1 Right Opening 1 34.00 0.00 288 288 99 5 -1 Right Wall End 34.00 3.00 576 576 5 -2 Left Opening 1 34.00 12.00 288 288 5 5 -2 Right Opening 1 34.00 16.50 288 288 132 13 WoodWorks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 DRAGSTRUT AND HOLDDOWN FORCES (flexible wind design, continued) 5 -2 Right Wall End 34.00 20.50 576 576 5 -3 Right Wall End 34.00 33.50 288 288 Line B B -1 Right Opening 1 22.00 -3.50 464 464 120 B -1 Right Wall End 34.00 -3.50 464 464 Line D D -1 Left Wall End 0.00 11.00 996 996 D -1 Right Wall End 14.50 11.00 996 996 1035 Line F F -1 Right Opening 1 11.00 33.50 417 417 167 F -1 Left Opening 2 25.00 33.50 417 417 93 F -1 Right Opening 2 30.00 33.50 417 417 74 F -1 Right Wall End 34.00 33.50 417 417 Dead load contribution to combined force is factored by 1.00 load combination factor 14 WoodWorks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 Wind Suction Design Rr)MPr)NFNTS ANn CI AI )ING by SHFARLINF 15 North -South - Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force /Cap Factors Line Lev Grp Cap End Int End Int Temp Moist 1 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 3 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 4 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 5 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 6 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 East -West Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force /Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17.4 48.0 0.36 12 9 68 0.17 0.14 1.00 1.00 B 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 C 1 3 17.4 48.0 0.36 1.00 1.00 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 D 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 E 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 4 17.4 32.0 0.54 23 19 107 0.22 0.18 1.00 1.00 F 1 3 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 15 WoodWorks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 Flexible Diaphragm Seismic Design SEISMIC INFORMATION --- - - -- -- ---- - ----- - - - - -- Building Area Mass Ibs s .ft Story Shear [Ibs] E -W N -S Shear Ratio Rmax E -W N -S Reliability Factor p E -W N -S Level 27249 1220 5065 5065 0.324 0.476 0.00 0.80 Level 35456 1608 3295 3295 0.512 0.373 1.03 0.66 Structure 62705 - 8361 8361 - - 1.03 1.00 Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.87; Ev = 0.17 D SHEAR RESULTS North -South W For HM Fact. Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs V/L V /FHS Int Ext Co C Total V Ibs Res p. Line 1 Level 2 Lnl, Lev2 2 Both 1.0 1.0 444 35.5 52.2 242 1.00. S 242 2055 0.22 Level 1 Lnl, Levl 2 Both 1.0 .75 729 31.0 31.0 181 1.00 S 181 5501 0.17 wall 1 -2 2 Both 1.0 1.0 636 31.0 31.0 242 1.00 242 4957 0.13 Wall 1 -1 2 Both 1.0 .75 93 31.0 31.0 181 1.00 181 544 0.17 Line 2 Level 2 Ln2, Lev2 2 Both 1.0 1.0 720 32.0 110.8 242 1.00 S 242 1572 0.46 Level 1 Ln2, Levl 2 Both 1.0 1.0 1090 32.5 181.6 242 1.00 S 242 1451 0.75 Line 4 Level 2 Ln4, Lev2 2 Both 1.0 1.0 1098 36.0 168.9 242 1.00 S 242 1572 0.70 Level 1 Ln4, Levl 2 Both 1.0 1.0 1790 37.7 105.3 242 1.00 S 242 4111 0.44 Wall 4 -2 2 Both 1.0 1.0 684 37.7 105.3 242 1.00 242 1572 0.44 wall 4 -1 2 Both 1.0 1.0 1106 37.7 105.3 242 1.00 242 2539 0.44 Line 5 Level 2 Ln5, Lev2 2 Both 1.0 .75 1284 34.7 44.3 181 1.00 S 181 6831 0.24 Wall 5 -1 2 Both 1.0 .75 133 34.7 44.3 181 1.00 181 544 0.24 Wall 5 -2 2 Both 1.0 1.0 575 34.7 44.3 242 1.00 242 3143 0.18 wall 5 -3 2 Both 1.0 1.0 575 34.7 44.3 242 1.00 242 3143 0.18 Level 1 Ln5, Levl 2 Both 1.0 1.0 1855 39.1 218.2 242 1.00 S 242 2055 0.90 Line 6 Ln6, Levl 2 Both 1.0 .63 389 11.3 13.2 151 1.00 S 151 6906 0.09 Wall 6 -1 2 Both 1.0 1.0 139 11.3 13.2 242 1.00 242 2539 0.05 Wall 6 -2 2 Both 1.0 1.0 86 11.3 13.2 242 1.00 242 1572 0.05 Wall 6 -3 2 Both 1.0 .63 165 11.3 13.2 151 1.00 151 2796 0.09 East -West W For H/W Fact. Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs V/L V /FHS Int Ext Co C Total V Ibs Res p. Line A Level 1 LnA, Levl 1 Both 1.0 .75 845 41.2 281.7 342 1.00 S 342 1025 0.82 Line B Level 2 LnB, Lev2 2 Both 1.0 1.0 666 45.9 55.5 242 1.00 S 242 2902 0.23 Line C Level 1 LnC, Levl 3 Both 1.0 1.0 1959 49.0 217.6 353 1.00 S 353 3181 0.62 Line D Level 2 LnD, Lev2 2 Both 1.0 1.0 1801 53.0 124.2 242 1.00 S 242 3506 0.51 Line E Level 1 LnE, Levl 2 Both 1.0 1.0 879 22.0 146.5 242 1.00 S 242 1451 0.61 Line F Level 2 LnF, Lev2 2 Both 1.0 1.0 1365 48.7 75.8 242 1.00 S 242 4352 0.31 Level 1 LnF, Levl 3 Both 1.0 1.0 1857 66.3 218.5 353 1.00 S 353 3004 0.62 16 Woodworks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 C- Sheathing Combination: A- Add capacities; S- Strongest only; X- Strongest or twice weakest. 17 WoodWorks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 IIRAC;STRIIT ANr1 Hnl nnowN FORCES Level 1 Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall Or Opening X Y Shear Dead Uplift Cmb'd Force Ibs Line 1 1 -1 Left Wall End 0.00 0.00 248 248 1 -1 Right Wall End 0.00 3.00 496 496 Line 1 Vert. Element 0.00 11.00 418 418 Line 1 Vert. Element 0.00 19.50 418 418 1 -2 Right Wall End 0.00 23.50 248 248 Line 2 2 -1 Left Wall End 6.00 23.50 2339 2339 764 2 -1 Left Opening 1 6.00 29.50 2228 2228 130 Line 2 Vert. Element 6.00 33.50 111 111 Line 4 4 -1 Left Wall End 19.50 -14.00 842 842 4 -1 Right Wall End 19.50 -3.50 3036 3036 4 -2 Right Wall End 19.50 3.00 2194 2194 1149 Line 5 Line 5 Vert. Element 34.00 0.00 354 354 Line 5 Vert. Element 34.00 3.00 708 708 Line 5 Vert. Element 34.00 12.00 354 354 Line 5 Vert. Element 34.00 16.50 354 354 5 -1 Left Wall End 34.00 20.50 2454 2454 1347 5 -1 Left Opening 1 34.00 25.00 1746 1746 541 5 -1 Right Opening 1 34.00 29.50 1746 1746 717 5 -1 Right Wall End 34.00 33.50 2100 2100 Line 6 6 -1 Left Wall End 40.00 -14.00 106 106 6 -1 Right Wall End 40.00 -3.50 211 211 6 -2 Right Wall End 40.00 3.00 211 211 6 -3 Left Opening 1 40.00 13.00 106 106 52 6 -3 Right Opening 1 40.00 18.00 106 106 5 6 -3 Right Wall End 40.00 20.50 106 106 Line A A -1 Left Wall End 19.50 -14.00 2254 2254 A -1 Left Opening 1 22.50 -14.00 2254 2254 721 Line B Line B Vert. Element 22.00 -3.50 444 444 Line B Vert. Element 34.00 -3.50 444 444 Line C C -2 Left Wall End 20.50 7.00 1741 1741 1004 C -2 Right Wall End 29.50 7.00 1741 1741 514 Line D Line D Vert. Element 0.00 11.00 993 993 Line D Vert. Element 14.50 11.00 993 993 Line E E -2 Left Wall End 34.00 20.50 1172 1172 747 E -2 Right Wall End 40.00 20.50 1172 1172 Line F F -1 Right Opening 1 10.00 33.50 1748 1748 265 Line F Vert. Element 11.00 33.50 606 606 F -1 Left Opening 2 14.50 33.50 1748 1748 419 Line F Vert. Element 24.00 33.50 505 505 F -1 Right Opening 3 30.00 33.50 2456 2456 609 F -1 Right Wall End 34.00 33.50 2354 2354 Level 2 Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall Or Opening X Y Shear Dead Uplift Cmb'd Force jibs] Line 1 1 -1 Left Wall End 0.00 11.00 418 418 1 -1 Left Opening 1 0.00 19.50 418 418 142 Line 2 2 -1 Left Wall End 6.00 23.50 887 887 400 2 -1 Left Opening 1 6.00 30.00 887 887 112 Line 4 4 -1 Left Wall End 19.50 -3.50 1351 1351 4 -1 Right Wall End 19.50 3.00 1351 1351 864 Line 5 5 -1 Right Opening 1 34.00 0.00 354 354 121 5 -1 Right Wall End 34.00 3.00 708 708 5 -2 Left Opening 1 34.00 12.00 354 354 7 5 -2 Right Opening 1 34.00 16.50 354 354 163 18 WoodWorks® Shearwalls NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 URAU57 RU I ANU HULUUUWN f URGtS (nexiDle Seismic aesign, contlnuea) 5 -2 Right Wall End 34.00 20.50 708 708 5 -3 Right Wall End 34.00 33.50 354 354 Line B B -1 Right Opening 1 22.00 -3.50 444 444 115 B -1 Right Wall End 34.00 -3.50 444 444 Line D D -1 Left Wall End 0.00 11.00 993 993 D -1 Right Wall End 14.50 11.00 993 993 1033 Line F F -1 Right Opening 1 11.00 33.50 606 606 244 F -1 Left Opening 2 25.00 33.50 606 606 135 F -1 Right Opening 2 30.00 33.50 606 606 108 F -1 Right Wall End 34.00 33.50 606 606 Dead load contribution to combined force is factored by 0.479 due to load combination factor and vertical seismic force 19 WoodWorks® Shearwalls 20 NHD 120 SHEAR.wsr Mar. 10, 2005 09:47:29 n n COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. NHD 120 Woo d Wo rokso (253) 589 -3265 F1 Mar. 10, 2005 16:11:48 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv = 83 1200 Total 1758 Start End Start End Load? Loadl Dead Full UDL 180.0 No Load2 Live Full UDL 400.0 Length No Dead 558 IDesign Value 558 Live 1200 fv = 83 1200 Total 1758 fb = 1032 1758 fb /Fb' = 0.88 Live Defl'n 0.07 = <L/999 Bearing: 0.33 Total Defl'n LC number 2 0.37 2 Length 1.0 1.0 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion jAnalysis Value IDesign Value Analysis/Design Shear fv = 83 Fv' = 180 fv /Fv' = 0.46 Bending( +) fb = 1032 Fb' = 1170 fb /Fb' = 0.88 Live Defl'n 0.07 = <L/999 0.20 = L/360 0.33 Total Defl'n 0.11 = L/646 0.30 = L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 2637 lbs -ft Shear : LC# 2 = D +L, V = 1758, V design = 1404 lbs Deflection: LC# 2 = D +L EI= 177.83e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow w =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. n 0 COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. NHD 120 WoodWorkSo Mar. 5, 20055 F2 i9r Mar. 10, 2005 16:11:54 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern fv = 81 1440 Total 1972 Start End start End Load? Loadl Dead Full UDL 260.0 No Load2 Live Full UDL 720.0 No MAXIMUM REACTIONS Ibs and BEARING LENGTHS (in): 532 IDesign Value 532 Live 1440 fv = 81 1440 Total 1972 fb = 772 1972 fb /Fb' = 0.66 Live Defl'n 0.02 = <L/999 Bearing: LC number 2 Length 1.0 0.18 '2' c A, ? NO 0' 4' Dead 532 IDesign Value 532 Live 1440 fv = 81 1440 Total 1972 fb = 772 1972 fb /Fb' = 0.66 Live Defl'n 0.02 = <L/999 Bearing: LC number 2 2 Length 1.0 0.18 1.0 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion lAnalysis Value IDesign Value Analysis/De n Shear fv = 81 Fv' = 180 fv /Fv' = 0.45 Bending( +) fb = 772 Fb' = 1170 fb /Fb' = 0.66 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.17 Total Defl'n 0.04 = <L/999 0.20 = L/240 0.18 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 1972 lbs -ft Shear : LC# 2 = D +L, V = 1972, V design = 1376 lbs Deflection: LC# 2 = D +L EI= 177.83e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow w =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. n n COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. NHD 120 WOOdWOrkso (253) 589 -3265 SF1 Mar. 10, 200516:12:01 Design Check Calculation Sheet Sizer 2004 LOADS: (lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv = 68 1620 Total 2950 Start End Start End Load? Loadl Dead Full UDL 180.0 No Load2 Snow Full UDL 300.0 Length No Load3 Dead Full UDL 140.0 No Load4 Live Full UDL 240.0 No Dead 1330 Design Value 1330 Live 1620 fv = 68 1620 Total 2950 fb = 856 2950 fb /Fb' = 0.85 Live Defl'n 0.07 = <L/999 Bearing: 0.27 Total Defl'n LC number 3 0.41 3 Length 1.0 1.0 Timber -soft, D.Fir -L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion Analysis Value Design Value Anal sis /Desi n Shear fv = 68 Fv' = 195 fv /Fv' = 0.35 Bending( +) fb = 856 Fb' = 1006 fb /Fb' = 0.85 Live Defl'n 0.07 = <L/999 0.27 = L/360 0.27 Total Defl'n 0.16 = L/588 0.40 = L/240 0.41 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Bending( +): LC# 3 = D +.75(L +S), M = 5899 lbs -ft Shear : LC# 3 = D +.75(L +S), V = 2950, V design = 2366 lbs Deflection: LC# 3 = D +.75(L +S) EI= 510.84e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. n n COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. NHD 120 WoodWorks' Mar. 5, 20055 SF2 Mar. 10, 2005 16:12:08 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv = 96 1536 Total 2783 Start End Start End Load? Loadl Dead Full UDL 90.0 No Load2 Snow Full UDL 150.0 Length No Load3 Dead Full UDL 140.0 No Load4 Live Full UDL 240.0 No Dead 1247 Design Value 1247 Live 1536 fv = 96 1536 Total 2783 fb = 1375 2783 fb /Fb' = 0.57 Live Defl'n 0.15 = L/854 Bearing: 0.42 Total Defl'n LC number 3 0.62 3 Length 1.4 1.4 Glulam - Unbal., West Species, 24F -1.8E WS, 3- 1/8x10 -1/2" Self Weight of 7.55 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion Analysis Value Design Value Anal sis /Desi n Shear fv = 96 Fv' = 240 fv /Fv' = 0.40 Bending( +) fb = 1375 Fb' = 2400 fb /Fb' = 0.57 Live Defl'n 0.15 = L/854 0.35 = L/360 0.42 Total Defl'n 0.33 = L/385 0.52 = L/240 0.62 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Bending( +): LC# 2 = D +L, M = 6581 lbs -ft Shear : LC# 2 = D +L, V = 2507, V design = 2089 lbs Deflection: LC# 3 = D +.75(L +S) EI= 542.63e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSUAITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). n n COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. NHD 120 WoodWorks' Mar. 0, 2005 1 SF3 s,,,w.w.wk�.l�wo Mar. 10, 2005 16:12:14 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv = 49 600 Total 1311 Start End Start End Load? Loadl Dead Full UDL 170.0 No Load2 Snow Full UDL 150.0 Length No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 711 IDes i n Value 711 Live 600 fv = 49 600 Total 1311 fb = 630 1311 fb /Fb' = 0.51 Live Defl'n 0.04 = <L/999 Bearing: 0.14 & �< LC number 2 0.26 2 Length 1.0 1.0 ZA 0' 8' Dead 711 IDes i n Value 711 Live 600 fv = 49 600 Total 1311 fb = 630 1311 fb /Fb' = 0.51 Live Defl'n 0.04 = <L/999 Bearing: 0.14 Total Defl'n LC number 2 0.26 2 Length 1.0 1.0 Lumber -soft, D.Fir -L, No.2, 4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: [CC-IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion lAnalysis Value IDes i n Value -Analysis/Design Shear fv = 49 Fv' = 207 fv /Fv' = 0.24 Bending( +) fb = 630 Fb' = 1242 fb /Fb' = 0.51 Live Defl'n 0.04 = <L/999 0.27 = L/360 0.14 Total Defl'n 0.10 = L/923 0.40 = L/240 0.26 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 2622 lbs -ft Shear : LC# 2 = D +S, V = 1311, V design = 1058 lbs Deflection: LC# 2 = D +S EI= 369.34e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. NHD 120 WoodWorks' Mar. 5, 20055 SF4 Mar. 10, 2005 16:12:21 Design Check Calculation Sheet Sizer 2004 LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv = 68 1280 Total 1660 Start End Start End Load? Loadl Dead Full UDL 40.0 No Load2 Live Full UDL 160.0 Length No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. 16' Dead 380 Desi n Value 380 Live 1280 fv = 68 1280 Total 1660 fb = 1388 1660 fb /Fb' = 0.58 Live Defl'n 0.43 = L/441 Bearing: 0.82 Total Defl'n LC number 2 0.79 2 Length 1.0 1.0 Glulam - Unbal., West Species, 24F -1.8E WS, 3- 1/8x10 -1/2" Self Weight of 7.55 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion Analysis Value Desi n Value Analysis/Design Shear fv = 68 Fv' = 240 fv /Fv' = 0.28 Bending( +) fb = 1388 Fb' = 2400 fb /Fb' = 0.58 Live Defl'n 0.43 = L/441 0.53 = L/360 0.82 Total Defl'n 0.63 = L /305 0.80 = L/240 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +L, M = 6642 lbs -ft Shear : LC# 2 = D +L, V = 1660, V design = 1479 lbs Deflection: LC# 2 = D +L EI= 542.63e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow w =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. NHD 120 WNoodWorks' (253) 589 -3265 SF5 Mar. 10, 2005 16:12:29 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv = 79 1430 Total 2922 Start End Start End Load? Loadl Dead Full UDL 185.0 No Load2 Live Full UDL 175.0 Length No Load3 Dead Point 420 6.00 No Load4 Live Point 700 6.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : r x ss a p4, -..5"' " 0' 12' -6" Dead 1464 iDesign Value 1448 Live 1458 fv = 79 1430 Total 2922 fb = 1640 2877 fb /Fb' = 0.69 Live Defl'n 0.22 = L/697 Bearing: 0.52 Total Defl'n LC number 2 0.84 2 Length 1.0 1.0 LVL n -ply, 1.8E, 220017b, 1- 3/4x9 -1/2 ", 3 -Plys Self Weight of 14.37 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( Ibs, Ibs -ft, or in) Criterion lAnalysis Value iDesign Value Anal sis /Desi n Shear fv = 79 Fv' = 285 fv /Fv' = 0.28 Bending( +) fb = 1640 Fb' = 2361 fb /Fb' = 0.69 Live Defl'n 0.22 = L/697 0.42 = L/360 0.52 Total Defl'n 0.52 = L/286 0.63 = L/240 0.84 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2200 1.00 - 1.00 1.000 1.03 - 1.04 1.00 - - 2 Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +L, M = 10793 lbs -ft Shear : LC# 2 = D +L, V = 2922, V design = 2626 lbs Deflection: LC# 2 = D +L EI= 225.06e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow w =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. NHD 120 WoodWorkso Mar. 5 , 20055 SF6 ,� „ »a,x,,,, »,,,»,�,,,., Mar. 10, 2005 16:12:36 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full UDL 60.0 fb = 1669 No Load2 Live Full UDL 240.0 Bearing: LC number No Load3 Dead Point 1448 14.00 No Load4 Live Point 1430 14.00 No Load5 Dead Full UDL 60.0 No Load6 Snow Full UDL 100.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 19' -6" Dead 1751 Design Value 2382 Live 2789 fv = 103 3367 Total 4540 fb = 1669 5749 fb /Fb' = 0.71 Live Defl'n 0.41 = L/567 Bearing: LC number 3 2 Length 1.4 0.86 1.7 Glulam- Unbal., West Species, 24F -1.8E WS, 5- 1/8x15" Self Weight of 17.7 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion Analysis Value Design Value Anal sis /Desi n Shear fv = 103 Fv' = 240 fv /Fv' = 0.43 Bending( +) fb = 1669 Fb' = 2364 fb /Fb' = 0.71 Live Defl'n 0.41 = L/567 0.65 = L/360 0.63 Total Defl'n 0.84 = L/278 0.98 = L/240 0.86 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 0.985 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +L, M = 26732 lbs -ft Shear : LC# 2 = D +L, V = 5749, V design = 5277 lbs Deflection: LC# 2 = D +L EI= 2594.49e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow w =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSUAITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. NHD 120 WoodWor§' Mar. 1 , 20055 R1 Mar. 10, 2005 16:12:46 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 825 Total 1545 Start End Start End Load? Fb' = 862 Loadl Dead Full UDL 150.0 3 No Load2 Live Full UDL 250.0 0.20 = L/240 No Load3 Dead Point 800 2.00 No Load4 Snow Point 1200 2.00 No Dead 720 Analysis Value 720 Live 825 Shear 825 Total 1545 1545 fb = 557 Fb' = 862 fb /Fb' = 0.65 Bearing: LC number 3 0.01 = <L/999 3 Length 1.0 1.0 Timber -soft, D.Fir -L, No.2, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 750 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Bending( +): LC# 3 = D +.75(L +S), M = 2395 lbs -ft Shear : LC# 3 = D +.75(L +S), V = 1545, V design = 1328 lbs Deflection: LC# 3 = D +.75(L +S) EI= 251.36e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Analysis Value Design Value Analysis/Design Shear fv = 48 Fv' = 195 fv /Fv' = 0.25 Bending( +) fb = 557 Fb' = 862 fb /Fb' = 0.65 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.09 Total Defl'n 0.03 = <L/999 0.20 = L/240 0.15 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 750 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Bending( +): LC# 3 = D +.75(L +S), M = 2395 lbs -ft Shear : LC# 3 = D +.75(L +S), V = 1545, V design = 1328 lbs Deflection: LC# 3 = D +.75(L +S) EI= 251.36e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. NHD 120 ood Wo rks' 589 -3265 R2 `,' Mar. Mar. 10, 2005 16:12:54 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv = 63 1275 Total 2400 Start End Start End Load? Loadl Dead Full UDL 150.0 No Load2 Live Full UDL 250.0 Length No Load3 Dead Point 1600 2.00 No Load4 Snow Point 2400 2.00 No Dead 1125 Design Value 1125 Live 1275 fv = 63 1275 Total 2400 fb = 627 2400 fb /Fb' = 0.62 Live Defl'n 0.01 = <L/999 Bearing: 0.08 Total Defl'n LC number 3 0.12 3 Length 1.0 1.0 Timber -soft, D.Fir -L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv = 63 Fv' = 195 fv /Fv' = 0.32 Bending( +) fb = 627 Fb' = 1006 fb /Fb' = 0.62 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.08 Total Defl'n 0.02 = <L/999 0.20 = L/240 0.12 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 4 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 Bending( +): LC# 4 = D +S, M = 4325 lbs -ft Shear : LC# 4 = D +S, V = 2325, V design = 2196 lbs Deflection: LC# 4 = D +S EI= 510.84e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0 COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. NHD 120 WoodWorkS' (253) 589 -3265 R3 » Mar. 10, 2005 16:13:03 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern fv = 35 437 Total 721 Start End Start End Load? Loadl Dead Full UDL 75.0 No Load2 Snow Full UDL 125.0 Length No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 284 IDesign Value 284 Live 437 fv = 35 437 Total 721 fb = 494 ' fb /Fb' = 0.37 Live Defl'n �'�� Bearing: 0.16 Total Defl'n LC number N 0.21 zi Length 1.0 1.0 0' 7' Dead 284 IDesign Value 284 Live 437 fv = 35 437 Total 721 fb = 494 721 fb /Fb' = 0.37 Live Defl'n 0.04 = <L/999 Bearing: 0.16 Total Defl'n LC number 2 0.21 2 Length 1.0 1.0 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion lAnalysis Value IDesign Value Analysis/Design Shear fv = 35 Fv' = 207 fv /Fv' = 0.17 Bending( +) fb = 494 Fb' = 1345 fb /Fb' = 0.37 Live Defl'n 0.04 = <L/999 0.23 = L/360 0.16 Total Defl'n 0.07 = <L/999 0.35 = L/240 0.21 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 1262 lbs -ft Shear : LC# 2 = D +S, V = 721, V design = 597 lbs Deflection: LC# 2 = D +S EI= 177.83e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0 COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. NHD 120 WoodWo�rks' Mar. 5, 20055 R4 Mar. 10, 2005 16:13:10 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv = 52 1000 Total 1555 Start End Start End Load? Loadl Dead Full UDL 60.0 No Load2 Snow Full UDL 125.0 Length No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : r� 0' 16' Dead 555 iDesign Value 555 Live 1000 fv = 52 1000 Total 1555 fb = 1011 1555 fb /Fb' = 0.89 Live Defl'n 0.28 = L/692 Bearing: 0.52 Total Defl'n LC number 2 0.64 2 Length 1.0 1.0 Lumber -soft, D.Fir -L, No.2, 4x12" Self Weight of 9.35 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion Anal sis Value iDesign Value Anal sis /Desi n Shear fv = 52 Fv' = 207 fv /Fv' = 0.25 Bending( +) fb = 1011 Fb' - 1138 fb /Fb' = 0.89 Live Defl'n 0.28 = L/692 0.53 = L/360 0.52 Total Defl'n 0.51 = L/377 0.80 = L/240 0.64 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 6219 lbs -ft Shear : LC# 2 = D +S, V = 1555, V design = 1373 lbs Deflection: LC# 2 = D +S EI= 664.44e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.